JP2017014864A - Structure of corner part in reinforced concrete structure - Google Patents
Structure of corner part in reinforced concrete structure Download PDFInfo
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本発明は、鉄筋コンクリート構造物における隅角部の構造に関し、より詳しくは、前記隅角部の内部において鉄筋の過密配置を回避するための構造に関する。 The present invention relates to a structure of a corner portion in a reinforced concrete structure, and more particularly to a structure for avoiding an overcrowded arrangement of reinforcing bars inside the corner portion.
鉄筋コンクリート構造物における従来の隅角部構造では、耐力を確保するために、主筋の他に、隅角部の内部に補強筋（隅角部補強筋）を配置することが一般的である。 In a conventional corner structure in a reinforced concrete structure, it is common to arrange reinforcing bars (corner section reinforcing bars) inside the corner sections in addition to the main bars in order to ensure proof stress.
この隅角部補強筋の一例について、図４を参照しながら説明する。
図４（ａ）は、道路系カルバートでの配筋態様を示しており、主筋ａと直交する方向に、複数の隅角部補強筋ｃを設けている。
図４（ｂ）は、鉄道系カルバートでの配筋態様を示しており、ハンチ筋ｂと直交する方向に複数の隅角部補強筋ｃを設けている。
An example of this corner reinforcing bar will be described with reference to FIG.
FIG. 4A shows a reinforcement arrangement in a road culvert, and a plurality of corner reinforcing bars c are provided in a direction orthogonal to the main reinforcement a.
FIG. 4B shows a bar arrangement mode in a railway culvert, in which a plurality of corner reinforcing bars c are provided in a direction orthogonal to the haunch bars b.
その他、隅角部での隅角部補強筋の配置例として、以下の特許文献１に記載の発明がある。
特許文献１は、鉄筋コンクリート造建物の柱梁接合部における接合構造に係る発明であり、隅角部に、一辺が柱主筋に沿い、他辺が梁主筋に沿うように配筋された隅角部補強筋を設けている。
In addition, as an example of the arrangement of the corner reinforcements at the corners, there is an invention described in Patent Document 1 below.
Patent Document 1 is an invention relating to a joint structure in a column-to-column joint of a reinforced concrete building, and a corner portion that is arranged in a corner portion so that one side is along the column main bar and the other side is along the beam main bar. Reinforcing bars are provided.
上記した従来技術には、以下の問題がある。
＜１＞隅角部内部の配筋量が増えるため、配筋の取り回し作業が煩雑となったり、コンクリートの充填作業が難しくなったりするなど、施工性に悪影響を与える。また、コンクリートの充填不足が起こると、隅角部の耐力も不足してしまう。
＜２＞コンクリート構造物が地下構造物の場合、隅角部の地山側は補修が困難な位置にある。この状況下で隅角部の地山側が耐力不足によって損傷してしまうと、補修作業に多大な労力を要する。
The above prior art has the following problems.
<1> Since the amount of bar arrangement inside the corner increases, the arrangement work of the bar arrangement becomes complicated and the work of filling concrete becomes difficult, which adversely affects the workability. In addition, when the concrete is insufficiently filled, the proof stress at the corners is also insufficient.
<2> When the concrete structure is an underground structure, the natural ground side of the corner is in a position where repair is difficult. Under this circumstance, if the natural ground side of the corner portion is damaged due to insufficient proof stress, a great deal of labor is required for repair work.
上記の課題を解決すべくなされた本願の第１発明は、鉄筋コンクリート構造物における隅角部の構造であって、前記隅角部を、鋼繊維補強コンクリートで構築したことを特徴とする。
また、本願の第２発明は、前記第１発明において、前記隅角部を、該隅角部に隣接する構成部材で用いるコンクリートよりも引張軟化特性に優れる鋼繊維補強コンクリートで構築したことを特徴とする。
また、本願の第３発明は、前記第１または第２発明において、前記隅角部をプレキャストブロックで構成したことを特徴とする。
また、本願の第４発明は、前記第３発明において、前記隅角部に隣接する構成部材を現場打設のコンクリートで構成したことを特徴とする。
The first invention of the present application to solve the above problems is a structure of a corner portion in a reinforced concrete structure, wherein the corner portion is constructed of steel fiber reinforced concrete.
In addition, the second invention of the present application is characterized in that, in the first invention, the corner portion is constructed of steel fiber reinforced concrete which has superior tensile softening properties than the concrete used in the constituent members adjacent to the corner portion. And
The third invention of the present application is characterized in that, in the first or second invention, the corner portion is constituted by a precast block.
The fourth invention of the present application is characterized in that, in the third invention, the constituent members adjacent to the corner portions are made of concrete cast on the spot.
本発明によれば、以下に記載する効果を奏する。
＜１＞隅角部の施工性向上と品質確保が可能となる。
隅角部を、鋼繊維補強コンクリートで構築することで、一般的なコンクリートで構築する際に必要な隅角部補強筋の量を減らすことができる。
その結果、隅角部内部の鉄筋間の空きも広くなるため、コンクリートの充填不足が無くなり、隅角部の施工性の向上と品質の確保につながる。
＜２＞地震などによる隅角部の損傷を避けることができる。
隅角部を、該隅角部に隣接する構成部材で用いるコンクリートよりも引張軟化特性に優れる鋼繊維補強コンクリートで構築することで、地震などが発生した際に、隅角部の損傷を避けて、該隅角部に隣接する構成部材が損傷するように誘導することができる。
これは、地下構造物であるコンクリート構造物の隅角部に本発明を適用した場合に、特に有効である。地下構造物での隅角部周辺は、前記隅角部に隣接する構成部材（梁、柱、床版、壁等）よりも、補修作業が困難であるからである。
＜３＞施工期間の短縮化に寄与する。
隅角部を構成する部分をプレキャスト製とすることにより、現場での構築工程を短縮化することができる。
According to the present invention, the following effects can be obtained.
<1> Improved workability and quality assurance at corners.
By constructing the corner portion with steel fiber reinforced concrete, it is possible to reduce the amount of corner portion reinforcing bars required when constructing with general concrete.
As a result, the space between the reinforcing bars inside the corner is also widened, so there is no shortage of concrete filling, leading to improved workability and quality assurance in the corner.
<2> Corner damage due to earthquakes can be avoided.
By constructing the corner with steel fiber reinforced concrete that has better tensile softening properties than the concrete used for the components adjacent to the corner, avoid damage to the corner when an earthquake occurs. The component adjacent to the corner can be guided to be damaged.
This is particularly effective when the present invention is applied to a corner portion of a concrete structure that is an underground structure. This is because the repair work around the corner portion of the underground structure is more difficult than components (beams, columns, floor slabs, walls, etc.) adjacent to the corner portion.
<3> Contributes to shortening the construction period.
The construction process in the field can be shortened by making the part which comprises a corner part into precast.
以下、図面を参照しながら、本発明の実施例について説明する。 Embodiments of the present invention will be described below with reference to the drawings.
＜１＞全体構成
図１に、本発明に係る隅角部構造を示す。
隅角部Ａは、カルバートなどの鉄筋コンクリート構造物を構成する部材（構成部材Ｘ）同士の接合部にあたる、Ｌ字型の箇所である。
構成部材Ｘは、梁、柱、床版、壁、頂版またはその他の部材が含まれる。
構成部材Ｘを構成するコンクリートＹは公知のコンクリートを用いる。
<1> Overall Configuration FIG. 1 shows a corner structure according to the present invention.
The corner portion A is an L-shaped portion corresponding to a joint portion between members (structural members X) constituting a reinforced concrete structure such as a culvert.
The component member X includes a beam, a column, a floor slab, a wall, a top slab, or other members.
As the concrete Y constituting the constituent member X, known concrete is used.
＜２＞隅角部の構成
図１（ａ）は従来の配筋態様であり、図１（ｂ）は本発明の配筋態様である。
図１（ａ）に示す従来の配筋態様では、隅角部を構成する鉄筋は、主筋ａとハンチ筋ｂのほかに、主筋ａと直交するように配置する多数の隅角部補強筋ｃを含む。
隅角部、および該隅角部を構成する各構成部材は、何れも同一のコンクリートｄで製作されている。
一方、図１（ｂ）に示す本発明では、隅角部Ａの内部は、必要に応じて主筋１０やハンチ筋２０を配筋するに留め、隅角部Ａと構成部材Ｘとの接合部付近のみ隅角部補強筋３０を配置している。これは、当該接合部付近が塑性ヒンジ部近傍であるためである。
この隅角部補強筋３０には、図４（ａ）（ｂ）で示す隅角部補強筋や、その他のせん断補強筋が含まれる。
<2> Configuration of Corner Section FIG. 1A shows a conventional bar arrangement mode, and FIG. 1B shows a bar arrangement mode of the present invention.
In the conventional reinforcing bar arrangement shown in FIG. 1A, the reinforcing bars constituting the corners include a number of corner reinforcing bars c arranged perpendicular to the main bars a in addition to the main bars a and the hunch bars b. including.
The corner portions and the constituent members constituting the corner portions are all made of the same concrete d.
On the other hand, in the present invention shown in FIG. 1 (b), the inside of the corner portion A is limited to the placement of the main muscle 10 and the hunch muscle 20 as necessary, and the joint portion between the corner portion A and the component member X. The corner reinforcing bars 30 are arranged only in the vicinity. This is because the vicinity of the joint is in the vicinity of the plastic hinge.
The corner reinforcing bars 30 include the corner reinforcing bars shown in FIGS. 4A and 4B and other shear reinforcing bars.
＜２．１＞隅角部補強筋の削減割合
隅角部補強筋３０の削減割合は、各種鉄筋間の最小間隔が、後述するＳＦＲＣ４０に含まれる粗骨材が十分に入り込むことが可能な程度の態様（例えば、粗骨材の最大寸法の４／３倍以上）とすることが望ましい。
当該態様によれば、隅角部Ａ全体にＳＦＲＣ４０を確実に充填できる点で有益である。
<2.1> Reduction Ratio of Corner Reinforcing Bars The reduction ratio of the corner reinforcing bars 30 is such that the minimum interval between various reinforcing bars can sufficiently enter the coarse aggregate included in the SFRC 40 described later. It is desirable that the above aspect (for example, 4/3 times or more of the maximum dimension of the coarse aggregate) be used.
According to the said aspect, it is advantageous at the point which can be reliably filled with the SFRC40 to the corner part A whole.
＜２．２＞隅角部補強筋の全部省略
なお、図示しないが、本発明は、隅角部Ａに隅角部補強筋３０を全く配置しない態様としても良い。
<2.2> All Corner Reinforcing Bars Omitted Although not shown in the drawings, the present invention may be configured such that the corner reinforcing bars 30 are not arranged at all in the corner A.
＜３＞鋼繊維補強コンクリート（ＳＦＲＣ）
隅角部Ａ内部での隅角部補強筋３０の一部または全部を配置しない代わりに、隅角部Ａを構成するコンクリートには、鋼繊維補強コンクリート（以下、「ＳＦＲＣ」という）を使用することで、隅角部Ａの耐力を確保する。
隅角部ＡにＳＦＲＣ４０を用いる利点として、以下の点がある。
（１）損傷箇所がひび割れ分散となるため、大きなコンクリート塊として落下する危険性が少ない。
（２）外力が断面内の主筋方向に働く場合、押し引き（圧縮と引っ張り）が交互に発生するが、鋼繊維はコンクリート内部に均一に分散配置されているのでその発生断面力を効率的に負担することができる。
<3> Steel fiber reinforced concrete (SFRC)
Instead of arranging a part or all of the corner reinforcing bars 30 inside the corner A, steel fiber reinforced concrete (hereinafter referred to as “SFRC”) is used as the concrete constituting the corner A. Thus, the yield strength of the corner portion A is secured.
Advantages of using the SFRC 40 for the corner A include the following points.
(1) Since the damaged part is cracked and dispersed, there is little risk of falling as a large concrete block.
(2) When external force acts in the direction of the main reinforcement in the cross section, push-pull (compression and pull) occurs alternately, but the steel fiber is uniformly distributed inside the concrete, so the generated cross-sectional force is efficiently Can bear.
ＳＦＲＣ４０の耐荷性能は、鋼繊維の混入量やベースコンクリートの強度によって制御することができる。
また、鋼繊維の長さは、前記した各種鉄筋間の最小間隔よりも短いものとすることが好ましい。
ＳＦＲＣ４０に使用する鋼繊維には、ＤＲＡＭＩＸ（登録商標）の名称で販売されている製品などを用いることができる。
鋼繊維の一例を以下に示す。
・降伏強度：２０００Ｎ／ｍｍ２以上
・形状：ダブルフック
・径：φ０．９０ｍｍ
・長さ：６０ｍｍ
・使用量：０．４％
The load bearing performance of the SFRC 40 can be controlled by the amount of steel fibers mixed and the strength of the base concrete.
Moreover, it is preferable that the length of the steel fiber is shorter than the minimum interval between the various reinforcing bars described above.
The steel fiber used for SFRC 40 can be a product sold under the name of DRAMIX (registered trademark).
An example of steel fiber is shown below.
・ Yield strength: 2000 N / mm2 or more ・ Shape: Double hook ・ Diameter: φ0.90 mm
・ Length: 60mm
・ Amount used: 0.4%
また、ＳＦＲＣ４０は、該ＳＦＲＣ４０を用いる隅角部に隣接する構成部材で用いるコンクリートよりも優れた引張軟化特性を有するものとしてもよい。 Moreover, SFRC40 is good also as a thing which has the tensile softening characteristic superior to the concrete used with the structural member adjacent to the corner | angular part which uses this SFRC40.
なお、柱と梁の接合部分に繊維補強コンクリートを打設する技術として、特開２００４−９２０５１号公報に記載の発明がある。
しかしこの発明は、繊維補強コンクリートでもって鉄筋の付着性能を改善することで、当該接合部分における主筋の定着長を短くすることを目的とするもので、従来、隅角部のせん断強度確保のために配置する前記隅角部補強筋の一部または全部を省略できる本願発明とは、課題や目的を異にするものである。
In addition, as a technique for placing fiber reinforced concrete at a joint portion between a column and a beam, there is an invention described in JP-A-2004-92051.
However, the present invention aims to shorten the fixing length of the main reinforcing bars at the joints by improving the adhesion performance of the reinforcing bars with fiber reinforced concrete. The present invention, which can omit some or all of the corner reinforcing bars arranged in the above, has a different problem and purpose.
＜４＞比較写真
図２Ａおよび図２Ｂに、隅角部に対し、同一条件での載荷実験を行った後の写真を示す。
図２Ａは、図１（ａ）に示す従来の配筋態様による隅角部であり、図２Ｂは、図１（ｂ）に示す本発明による隅角部である。
図２Ｂからも明らかなように、本発明によれば、隅角部補強筋３０の配筋量を減らしても、隅角部Ａの耐力を確保・向上させることができる。
なお、本実施例では、隅角部Ａにおいて、鉄筋の最小間隔を７４ｍｍから１１２ｍｍへと拡げることができ、さらに鉄筋量を２６７ｋｇ／ｍ３から１７５ｋｇ／ｍ３まで低減することができたため、コンクリートの充填不足は生じなかった。
<4> Comparative Photo FIGS. 2A and 2B show photographs after a loading test under the same conditions for the corners.
2A is a corner portion according to the conventional bar arrangement mode shown in FIG. 1A, and FIG. 2B is a corner portion according to the present invention shown in FIG. 1B.
As is clear from FIG. 2B, according to the present invention, the proof strength of the corner portion A can be secured and improved even if the amount of reinforcement of the corner portion reinforcing bar 30 is reduced.
In this embodiment, the corner portion A, since the minimum distance of reinforcing bars can be extended to 112mm from 74 mm, it was possible to further reduce the reinforcement amount from 267 kg / m 3 to 175 kg / m 3, the concrete Insufficient filling did not occur.
＜５＞実験例
図３に、ＳＦＲＣを構成する鋼繊維の種類や使用量を変えて測定した引張軟化曲線を示す。凡例内の数字は、破壊エネルギー（N/mm）の値を示している。
各実験例に用いたＳＦＲＣの条件は以下の通りである。
［表１］各実験例の条件
図３を参照すると、ひび割れ開口幅が２．０ｍｍに達するまでの破壊エネルギーを比較した場合、実験例４がその他の実験例よりも良好な結果を得られることがわかる。
<5> Experimental Example FIG. 3 shows a tensile softening curve measured by changing the type and amount of steel fiber constituting the SFRC. The numbers in the legend indicate the value of fracture energy (N / mm).
The SFRC conditions used in each experimental example are as follows.
[Table 1] Conditions for each experimental example
Referring to FIG. 3, when the fracture energy until the crack opening width reaches 2.0 mm is compared, it can be seen that Experimental Example 4 can obtain better results than the other experimental examples.
本実施例は、隅角部Ａを現場打設ではなくプレキャスト製とした例である。この時、構成部材Ｘはプレキャスト製としても良いし、現場打設によるコンクリート製としても良い。
本実施例によれば、現場にて主筋１０を接合するだけでよく、施工期間の短縮に寄与する。
The present embodiment is an example in which the corner portion A is made by precast, not on-site casting. At this time, the component member X may be made of precast or may be made of concrete by on-site placement.
According to the present embodiment, it is only necessary to join the main reinforcement 10 at the site, which contributes to shortening the construction period.
Ａ 隅角部
１０ 主筋
２０ ハンチ筋
３０ 隅角部補強筋
４０ ＳＦＲＣ
Ｘ 構成部材
Ｙ コンクリート
ａ 主筋
ｂ ハンチ筋
ｃ 隅角部補強筋
ｄ コンクリート
A corner 10 main muscle 20 haunch muscle 30 corner reinforcement 40 SFRC
X Constituent member Y Concrete a Main reinforcement b Haunch reinforcement c Corner reinforcement d Concrete
Claims (4)
前記隅角部を、鋼繊維補強コンクリートで構築したことを特徴とする、
鉄筋コンクリート構造物の隅角部構造。 A corner structure in a reinforced concrete structure,
The corner portion is constructed of steel fiber reinforced concrete,
Corner structure of a reinforced concrete structure.
請求項１に記載の鉄筋コンクリート構造物の隅角部構造。 The corner portion is constructed of steel fiber reinforced concrete that is superior in tensile softening properties than the concrete used in the component adjacent to the corner portion,
The corner part structure of the reinforced concrete structure according to claim 1.
請求項１または２に記載の鉄筋コンクリート構造物の隅角部構造。 The corner portion is composed of a precast block,
The corner part structure of the reinforced concrete structure according to claim 1 or 2.
請求項３に記載の鉄筋コンクリート構造物の隅角部構造。 The structural member adjacent to the corner portion is made of concrete cast in the field,
The corner part structure of the reinforced concrete structure according to claim 3.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58210227A (en) * | 1982-06-01 | 1983-12-07 | 宇部興産株式会社 | Joint construction of precast reinforced concrete member |
| US4697955A (en) * | 1982-07-30 | 1987-10-06 | Le Clerco Pierre A L M G | Method of constructing reinforced concrete works such as underground galleries, road tunnels, et cetera; pre-fabricated contrete elements for constructing such works |
| JP2009243139A (en) * | 2008-03-31 | 2009-10-22 | Railway Technical Res Inst | Box culvert |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58210227A (en) * | 1982-06-01 | 1983-12-07 | 宇部興産株式会社 | Joint construction of precast reinforced concrete member |
| US4697955A (en) * | 1982-07-30 | 1987-10-06 | Le Clerco Pierre A L M G | Method of constructing reinforced concrete works such as underground galleries, road tunnels, et cetera; pre-fabricated contrete elements for constructing such works |
| JP2009243139A (en) * | 2008-03-31 | 2009-10-22 | Railway Technical Res Inst | Box culvert |
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